Ravi Ozarker's Blog

Bentley Structural and STAAD Integration - Plant Structure

rozarker — Wed, 22 Jul 2009 22:40:00 GMT

Note: The Structure shown in this blog is a Plant Structure not a Building Structure. Plant related equipment will be placed in this facility such as storage tanks, pipes etc. There are no wall panels in this structure. Guard rails and plant staircases are shown. A huge storage tank (not shown) is provided at the center of this structure which will rest on a MAT foundation. The MAT foundation is designed using STAAD.foundation which will be shown in a separate blog. Pipe stress analysis is not discussed in this blog....

This blog contains two videos with voice. Both videos will start at the same time. Please press the stop button on the video that you do not want to view.

Bentley Structural is an advanced computer aided engineering drawing generation program that generates 3D models that include analytical information. The purpose of this blog is to give engineers a feel for what this product can do in general in a plant structural design environment.

Following are two videos that illustrate the Bentley Structural and STAAD Integration for a plant structure. Topics covered in these videos are:

1. Bentley Structural 3D environment

2. Engineering drawing generation using sheets. Referencing STAAD.foundation, RAM.Connection drawings in Bentley Structural.

3. Export to STAAD.Pro

CIS/2 Export Feature in STAAD.Pro V8i

rozarker — Sat, 18 Jul 2009 04:07:00 GMT

1.0 Introduction:

Based on the support calls received by the STAAD.Pro Technical Support Group, Engineers may be interested in exporting their STAAD.Pro models to other modeling and detailing packages available. One way to accomplish this goal is to use the STAAD.Pro CIS/2 export feature.

The CIS/2 export feature the STAAD.Pro is based on the ISO-10303-21 (i.e. Part 21 in short)

STRUCTURAL_FRAME_SCHEMA. This means that STAAD.Pro will only be able to read in CIS/2 files that are produced using the STRUCTURAL_FRAME_SCHEMA and not the AUTOMOTIVE_DESIGN_SCHEMA.

The commonly encountered problem is the absence of physical member definitions in the CIS/2 file generated by STAAD.Pro which will not be readable to other modeling packages. The purpose of this document is to demonstrate how this problem can be resolved by using the physical member feature incorporated in STAAD.Pro V8i and the Steel Designer.

2.0 Tutorial:

STAAD will allow grouping analytical predefined members into physical members using a special member group PMEMBER.

PMEMBER defines a group of analytical collinear members, with same cross section and material property. To model using PMEMBER, one needs to model regular analytical members and the start grouping those together.

While creating a PMEMBER, the following are the pre-requisites,

1. Existence of the analytical members in the member-list.

2. Selected members should be interconnected.

3. The selected individual members are collinear.

4. Local axis of the individual members comprising the physical member should be identical (i.e. x, y and z are respectively parallel and in same sense).

5. A member in one Physical Member Group should not occur in any other Physical Member Group.

Steps:

1. Open STAAD.Pro V8i.

2. Open the C:\SPro2007\STAAD\Examp\US\ EXAMP01.STD file.

3. Assume that this file has to be exported to a modeling/detailing software that supports the CIS/2 ISO-10303-21 STRUCTURAL_FRAME_SCHEMA.

4. Simply clicking on File->Export->CIS/2 menu command will not do the job in most cases. If you do click on the File->Export->CIS/2 menu command, the stp file will not be readable in some modeling and detailing and packages due to the absence of physical member definitions.

5. There are two ways you may create physical members in STAAD.Pro. You may simply click on a member and right click on the member. In this example click on column # 1 and right click on the column using the mouse as shown below.

Figure 1: Physical Member Creation

6. You will notice the Form Member option in the dialog box that will appear. Click on the Form Member option. You could use the Auto Form Member tool to form physical memebers automatically.

7. Open the STAAD.Pro editor, using the Edit->Edit Input Command File menu command.

8. Click on the Yes button to save the changes.

9. The input command file will appear as shown below.

Figure 2: Updated Input Command File

10. Try to find the following input command lines in the STAAD editor.DEFINE PMEMBER 1 PMEMBER 111. You may create additional physical members by typing the physical member numbers in the input file using the above syntax.

12. Step #6 and Step #11 are the two ways of creating a physical member definition in STAAD.Pro 2007.Note: For STAAD.Pro 2004 - 2006, you will only be able to create the physical members in the Steel Designer Mode. In this case, the physical member definitions are not stored in the STAAD.Pro input file. The Steel Designer Mode has an Auto Form Members option which can speed up the task of physical member creation. Please create the other physical members as required.

13. Click the Steel Design tab. The Steel Designer will open.

14. Click the New Envelope button.

15. Click the Select all load cases option.

16. Click the Ok button.

17. Click on the member design tab and you will notice the physical members on the right hand side.

18. Engineers using STAAD.Pro 2004-2006 could simply follow the instructions in Step# 6.

19. Click on the Modelling page.

20. After defining all the physical members in your model, click the File->Export menu command. The Export dialog box will appear as shown below.

Figure 3: File Export Dialog Box

21. Select the CIS/2 export option and click the Export button.

22. Save the EXAMP01.stp file at a suitable location and click on the Save button.

23. The Cis2Link dialog box will appear.

24. Click the Export Model button. The progress of the CIS/2 file creation will be displayed in the Cis2Link dialog box. The message Exporting 14 Physical members should appear. This message will only appear if physical members were defined in the STAAD or Steel Designer Interface.

Figure 4: Cis2Link Dialog Box

Transmission Line Design Using Bentley Structural/MicroStation, STAAD.Pro and Google Earth

rozarker — Mon, 13 Jul 2009 23:56:00 GMT

Ravi Ozarker, P.Eng., Applications Engineer, Bentley Systems Inc.

Transmission towers have to be designed as per the applicable transmission tower design code using the analysis data obtained from design loads. The design loads may most probably include dead, wind, snow/ice, conductor, and seismic.

Design of a transmission line involves checking for ground clearance (should include the sag of the conductors during operating conditions) distance of the live conductors, clearance of the conductors from the steel structure during high wind conditions, and length/configuration of the insulators.

The following video shows how engineers can design and model transmission towers and transmission lines using Bentley Products. The Bentley Products that are shown in the blog are:

MicroStation
Bentley Structural
STAAD.Pro

Adobe Acrobat and Google Earth can also help engineers throughout the design process.

Figure 1: Title Sheet Generated Using Bentley Structural

Figure 2: Engineering/Construction Drawings Generated Using Bentley Structural

Figure 3: Transmission Line Drawing Generated using Microstation

Figure 4: Transmission Tower Analysis and Design in STAAD.Pro

ANALYSIS OF STEEL STRUCTURES IN STAAD.Pro

rozarker — Wed, 24 Jun 2009 23:45:00 GMT


	Applies To

	Product(s):	STAAD.Pro
	Version(s):	All
	Environment:	N/A
	Area:	ANALYSIS OF STEEL STRUCTURES IN STAAD.Pro
	Subarea:	N/A
	Original Author:	Ravi Ozarker, P.Eng. Bentley Technical Support Group

Ravi Ozarker, P.Eng., Applications Engineer, Bentley Systems Inc.

Thanks to Ray Cutis, Senior Advisory Software Developer for all the help that he has offered me to write this article. Thanks to Dr. Bulent Alemdar, FEA Specialist and Santanu Das, VP, Integrated Engineering Group for reviewing this article in detail and providing their valuable feedback.

1.0 INTRODUCTION:

Features such as non-linear analysis of a structure seems to be a grey area to me sometimes. There are terms that will be thrown out at me such as; second order analysis, plastic analysis etc. I have found that the meaning of the word "non-linear" can vary depending upon what the engineer may want to do.

This blog is for engineers who are trying to explore structural analysis methods implemented in structural analysis software such as STAAD.Pro V8i. The goal of this article is to offer a basic overview of features such as Linear static, P-Delta, small P-Delta, stress stiffening, and geometric non-linearity and how they are implemented in STAAD.Pro.

Note that the non-linear and pushover analysis features in STAAD.Pro V8i are a part of the "Advanced Analysis License" which is an add-on.

2.0 LINEAR STATIC AND P-DELTA (P-Δ) ANALYSIS:

The following figure illustrates a steel frame with some gravity and lateral loading. This frame could be a new or existing structure. There are several analysis options available to the engineer to analyze this frame depending on what is the final goal. For example, if a new frame is to be designed to come up with the member sizes, engineers may use p-delta (P-Δ) analysis with effects of small p-delta (p-δ) included etc.

Figure 1: Frame subjected to lateral and gravity loads

Figure 2 shows a plot of levels of structural analysis and behavior they produce (i.e. applied load (H) vs. displacement (Delta) graph). This graph illustrates the response of the structure depending on what structural analysis method is used. Most engineers are used to the first-order (linear) elastic analysis method. This type of analysis used to be good enough to come up with the force distribution in a particular structure. Once the force distribution is obtained, engineers can obtain stresses in the members and compare them with the allowable stress which used to be 36 ksi. This is all good if you were using the AISC-ASD codes.

American Institute of Steel Construction (AISC) 13^th Edition 2005 Code introduced many new concepts to analyze steel structures. The code specifically addresses how to consider nonlinear effects (P-Delta) in analysis, and provide several guidelines for this purpose. In the past, engineers were more concerned with the stresses not exceeding a particular code defined value, displacements not exceeding a particular code defined value and same applied to slenderness, torsion etc. Today, stability and performance of a structure have become equally important.

Most civil engineering structures behave in a linear fashion under service loads. Exceptions are slender structures such as arches and tall buildings, and structures subject to early localized yielding or cracking.

Consider the structure shown in Figure 1. Note that this structure is subjected to lateral and vertical forces. The point loads shown in this example may be dead load applied to the structure. The lateral loads may be wind loads applied to the structure. If the lateral loads are applied while the dead loads are acting, the structure would displace laterally. The lateral displacement and the vertical forces would exert an extra moment on the columns which is not taken into account in the linear static analysis. The analysis that would take this moment into account is known as the P-Delta (P-Δ) analysis or the Big P-Delta analysis. This analysis is performed by first applying the loads laterally to create the displaced shape of the structure and then applying the vertical loads. Once the vertical loads have been applied, the additional moment is converted to lateral forces and is added to the existing lateral forces to obtain a set of updated lateral forces. The updated lateral forces are applied to the structure to obtain an updated displacement. The moment generated by the difference of the previous displacement and the updated displacement and the vertical loads is used to calculate a new moment which is again added to the lateral loads.

Engineers are aware of this concept but part of the reason why this is only being discussed recently in the codes is because of the easy availability of computational power and structural analysis software packages like STAAD.Pro. Availability of computational power and structural analysis products does not mean that engineers do not have to worry about the analysis part anymore. I would say that the engineers have to have a thorough understanding of the analysis procedures and how they are implemented in their structural analysis product of choice. It is critical to understand what the results mean in the analysis product; i.e. has the structure fallen down?, Is there global buckling? Is the structure unstable? etc. After all these analysis related issues have been sorted out, the engineer could then concentrate on the design issues.

Figure 2: Load vs. displacement graphs depending on analysis method being used

Figure 2.1 shows the P-Delta (P-Δ) Analysis graph after 35 iterations. Note that the displacement is still about 53 in. From this graph, it is clear that the structure is expected to be stable if it is subjected to lateral loads because the displacement value almost remains unchanged as the number of P-Delta (P-Δ) iterations is increased. In other words, the frame is reached to an equilibrium state so that further iterations are not needed.

Figure 2.1: P-Delta (P-Δ) analysis in STAAD.Pro

3.0 SMALL P-DELTA (p-δ) ANALYSIS:

When a column member is subjected to compressive loads, it can have localized deflections throughout it length. The local deflection of the column (known as small delta (p-δ)) and the gravity load together can result to an additional moment which must be taken into account to perform the P-Delta (P-Δ) analysis. The displaced shape of a structure is illustrated in Figure 3 based on which analysis procedure is used (i.e. P-Δ OR P-Δ with effects of p-δ included). Note that the red lines show local deflections of the column members if the P-Delta analysis takes the effects of small P-Delta into account (i.e P-Δ with effects of p-δ included).

Figure 3: Difference between a "regular P-Delta analysis (P-Δ)" and a "P-Delta analysis that takes effects of small P-Delta into account (P-Δ with effects of p-δ included)"

Note that in Figure 3, the left hand side columns have less localized deflections than the columns at the right. The lateral load applied to the building will induce a tensile loading in the columns at the left and try to straighten the columns. This effect is known as the stress stiffening effect. The lateral load applied to the building will induce additional compressive loads in the columns at the right and try to bend the columns more. This effect is also known as the stress stiffening effect but in this case the columns at the right have reduced stiffness.

The P-Delta (P-Δ) analysis capability in STAAD.Pro V8i has been enhanced with the option of including the above-mentioned stress stiffening effect of the Kg matrix into the member/plate stiffness. This implementation will also report any global bucking in the structure.

The AISC 360-05 Appendix 7 describes a method of analysis, called Direct Analysis, which accounts for the second-order effects resulting from deformation in the structure due to applied loading, imperfections and reduced bending stiffness of members due to the presence of axial load.

In STAAD.Pro, this feature is implemented as a non-linear iterative analysis as the stiffness of the members is dependent upon the forces generated by the load. The analysis will iterate, in each step changing the member characteristics until the maximum change in any Tau-b is less than the tau_tolerance. Note that the member stiffness will be changed depending on the load applied.

3.0 NON-LINEAR ANALYSIS:

P-Delta (P-Δ) analysis discussed above is a type of non-linear analysis but this section talks about what a true non-linear analysis is all about.

In linear elastic analysis, the material is assumed to be unyielding and its properties invariable, and the equations of equilibrium are formulated on the geometry of the unloaded structure. We assume that the subsequent deflections will be small and will have insignificant effect on the stability and mode of response of the structure.

Nonlinear analysis offers several options for addressing problems resulting from the above assumptions. There are two basic sources of nonlinearity:

1. Geometric Non-Linearity: Similar to the P-Delta (P-Δ) analysis feature discussed above but could apply to a structure with any geometry. P-Delta (P-Δ) analysis is not a pure non-linear analysis.

2. Material Non-linearity: Similar to the direct analysis feature in which the member properties are modified based on the load they experience. The direct analysis is not a true non-linear analysis. A true non-linear analysis would consider plastic deformation and inelastic interaction of axial forces, bending shear, and torsion.

Let us consider the following example to explain the implementation of "geometric non-linear analysis" feature in STAAD.Pro:

Figure 4: Three-hinged arch

The system shown above in Figure 4 is a shallow arch consisting of two axial force members. A linear static analysis on the structure using the applied loads will lead the engineer to believe that the structure is stable with the applied loading. A method that only considers material non-linearity may also lead to the same conclusion. The geometric non-linear analysis will illustrate if the shallow arch will snap-through to become a suspension system. Figure 5 shows a load vs. displacement at center node graph that was developed for this STAAD.Pro model. As the load approaches 16 kips, the shallow arch becomes a suspension system. The following video shows the same phenomenon.

Figure 5: Load vs. Displacement at center node

This example in literature is known as "Williams' Toggle" example, and it is one of the very fundamental example found almost in most structural analysis book as shown in Figure 5.1. It is worthwhile to mention that typical Newton Raphson algorithm fails to trace all post-buckling behavior, so Arclength method (or minimum residual method) is required to capture it. Figure 5 shows that the displacements jumps from one to another while snapping through.

Figure 5.1: Williams's Toggle example

Video 1: Non-Linear Analysis of a shallow arch system

A shallow roof system is illustrated in Figure 7. This structure is designed as per the AISC-2005 13th edition code and the loadings from IBC 2006/ASCE 7-05 code. We know that code based loadings are minimum requirements and it is upto the engineer to ensure that the stability and performance criteria are satisfied based on the importance of the structure and customer's needs. Normally, Civil Engineering structures similar to the one shown in Figure 7 will not experience large deformations and when service loads are applied, these structures will behave in a linear fashion. In some instances, engineers are required to study the performance of the structure in the event of an unusually high loading and predict the governing failure mode. This will require the engineer to perform a geometric non-linear or a critical load analysis on the structure. In this case, the model is expected to yield the "true" behavior of a structure closely.

Figure 7: Hanger Structure

In this structure, suppose the shallow arch system has to be analyzed for snap through for extremely high loading the engineer could easily utilize the geometric non-linear capability in STAAD.Pro to see if that failure mode is even possible. Figure 8 shows the displacement diagram of arch snap through and the failing members red. It is clear from this analysis that the columns and roof members have to yield before such a failiure mode could occur. Figure 9 shows a similar structure but in this case, the bottom chord members expereinced excessive local deflections during an event of excessive roof loading.

Figure 8: Displacement Diagram of arch snap through. Failing members shown in red.

Figure 9: Displacement Diagram. Bottom cord members deform first due to excessive roof loading.

4.0 ADDITIONAL COMMENTS:

Let us re-visit Figure 2. Figure 2 shows two yellow curves that represent inelastic analysis of structures. The pushover analysis feature in STAAD.Pro would produce the same curve as the first-order inelastic analysis. The second-order inelastic analysis part is covered in STAAD.Pro without the effects of plastic hinge formation taken into account.

In the first-order inelastic analysis option, equations of equilibrium are written in terms of the geometry of the undeformed shape. Inelastic regions can develop gradually. Development of inelastic regions or "plastic hinge" development is not handled by STAAD.Pro V8i's new "Geometric Non-Linear Analysis" feature. The pushover analysis is the only feature that currently handles plastic hinge formation in STAAD.Pro.

In the second-order inelastic analysis option, equations of equilibrium are written in terms of the geometry of the deformed shape. It has the potential for accommodating all of the geometric, elastic, and material factors that influence the response of a structure. Again, only the geometric non-linearity is implemented in STAAD.Pro.

The equations of equilibrium in STAAD.Pro V8i's new "Geometric Non-Linear Analysis" feature are written in terms of the deformed shape.

References:

(1) Matrix Structural Analysis, Second edition, William McGuire

(2) Structural Plasticity, CIV E 705 Course Notes, Dr. Don E. Grierson, University of Waterloo

STAAD.Pro and RAM.Connection Link

rozarker — Thu, 04 Jun 2009 03:55:00 GMT

1.0 INTRODUCTION

Bentley's STAAD.Pro V8i and RAM.Connection have joined forces to now provide STAAD customers design structural steel connections in an integrated environment. Once the steel structure has been analyzed and designed using STAAD.Pro, member profiles and design forces can be automatically be exported out to RAM.Connection to design connections. The user will be able to view connection design results in the STAAD interface.

RAM.Connection can currently design connections as per the AISC ASD, LRFD and the new 13^th edition unified code. The STAAD.Pro and RAM.Connection link currently only supports connection design as per the AISC ASD and LRFD code.

2.0 RAM.Connection (ASD)

The user will be able to design families of connections including: beam-to-column flange, beam-to-column web, beam-to-girder, beam-to-beam, column splices, beam splices, column-beam-brace gusset connections, chevron brace connections, X brace connections and brackets.

Figure 1: 3D View of a Building Structure

1. Open the WHBuilding-Bracing.std file in STAAD.pro V8i. This input file is attached at the end of this article.

2. Run the analysis using the Analyze->Run Analysis menu.

3. Click on the RAM.Connection tab below the row of icons at the top right corner of your screen.

4. In this exercise, we will try to design a connection for column 334 and beam 197 as shown in Figure 2.

Figure 2: Beam 197 and column 334 are selected

5. Press the "New Envelope" button located on the bottom right hand side corner of your screen. Using this feature, you will be able to specify the loads that are to be used for the connection design.

6. In this model, we have generated the load combinations using STAAD.pro automatic AISC load generator. We would like to use all the load combinations for the connection design. Therefore click on the Show Load Combinations and Select All Load Cases Shown Below check box.

7. Click on the Ok button. On the right hand side of the screen, Design Envelope 1 tree item will be created under the Envelope tree item.

Figure 3: Creation of the load envelope

8. Select Beam 197 and column 334 as shown in Figure 2 using the mouse and pressing and holding the CTRL key on your keyboard.

9. Click on the Create Joints button on the right hand side data area. The Joint dialog box will appear and will list the column and beam number and set the joint type to BCF. You need to verify if this information is correct. In our model, we are designing a Beam-to-column flange connection so this information is correct. Please refer to section AD.2007-1001.5.1 RAM Connection Design Mode in the STAAD.Pro help documentation for a list of connection types that are supported.

Figure 4: Joint dialog box

10. Click on the Ok button. Note that a grey colored triangle will appear in the STAAD.Pro graphics window indicating that you have created a joint. Please refer to section AD.2007-1001.5.1 RAM Connection Design Mode in the STAAD.Pro help documentation for joint color coding scheme. The grey color simply indicates that no Design Brief has been associated to the joint.

Figure 5: Joint has been created

Note that in the data area, the J1-BCF entry has been created in the Joints tree item.

11. Click on the Create Brief button located in the data area. The Design Brief dialog box will appear. Note that the user may select any load envelope that he/she has created.

12. Select the AISC-ASD code. Note that the Design Connections Individually button has been checked off. If this button is check on, STAAD.Pro will assign different connection configurations to different joints included in the same brief.

13. Select the Basic SP BCF (i.e. Shear Plate, Beam to Column Flange) connection in the connection selection box. The basic connection allows the user to specify a connection for a joint or specify a group of connections to a joint. STAAD.Pro and RAM.Connection will pick the one that is suitable for the group of connections. If the "Smart" connection type is selected, RAM.Connection will create a connection from scratch and suggest an optimum connection. In this exercise, the Basic SP BCF will be assigned.

Figure 6: Design brief dialog box

14. Transfer all the connections from the left hand side to the right hand side using the double arrows pointing towards the right.

Figure 7: Setting up the design brief

15. Press the Ok button. Note the B1: Design Brief 1 tree item is created in the data area.

16. Select the Joints Cursor on the left hand-side of your screen.

Figure 8: Joints Cursor

17. Select the B1: Design Brief 1 in the data area.

18. Select the Assign to Selected Entities option in the data area.

19. Press the Assign button.

20. You have successfully defined the connection design parameters. To design the connection using RAM.Connection, click on the graphics window in the white area and then click on Connection Design->Design All Connections menu command. The connection design dialog box will appear showing you the status of the connection.

Figure 9: Connection Design Dialog box

21. Click the Done button.

22. Select the Joints Cursor on the left hand-side of your screen.

23. Double click on the BCF connection.

24. The RAM.Connection Pad interface will open as shown in Figure 10.

Figure 10: RAM.Connection Pad

25. The RAM.Connection interface will show the connection design details in the graphics window. Notice that 2 3/4" bolts are used to carry shear. Click on the rotation controls to see the connection details in 3D. You may also see a dxf of the connection using the dxf icon.

Figure 11: RAM.Connection Pad - DXF

26. To view the connection design calculations, click on Results icon.

27. Close the RAM.Connection pad interface by pressing the Ok button. Return back to the STAAD.pro interface and click on Drawings and Reports control tab on you left. Click on C1 Conn. No. on the right hand side and you will notice that the graphics window gets populated with the connection design drawing and the calculation sheet just below it as shown in Figure 12.

Figure 12: Connection design drawing in STAAD.pro interface.

APPENDIX A

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 04-Sep-06
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 0 10 0; 3 12 10 0; 4 12 0 0; 5 30 0 0; 6 30 10 0; 7 0 0 15;
8 0 10 15; 9 12 10 15; 10 12 0 15; 11 30 0 15; 12 30 10 15; 13 0 0 30;
14 0 10 30; 15 12 10 30; 16 12 0 30; 17 30 0 30; 18 30 10 30; 19 0 0 45;
20 0 10 45; 21 12 10 45; 22 12 0 45; 23 30 0 45; 24 30 10 45; 25 0 0 60;
26 0 10 60; 27 12 10 60; 28 12 0 60; 29 30 0 60; 30 30 10 60; 31 0 0 75;
32 0 10 75; 33 12 10 75; 34 12 0 75; 35 30 0 75; 36 30 10 75; 37 0 20 0;
38 12 20 0; 39 30 20 0; 40 0 20 15; 41 12 20 15; 42 30 20 15; 43 0 20 30;
44 12 20 30; 45 30 20 30; 46 0 20 45; 47 12 20 45; 48 30 20 45; 49 0 20 60;
50 12 20 60; 51 30 20 60; 52 0 20 75; 53 12 20 75; 54 30 20 75; 55 0 30 0;
56 12 30 0; 57 30 30 0; 58 0 30 15; 59 12 30 15; 60 30 30 15; 61 0 30 30;
62 12 30 30; 63 30 30 30; 64 0 30 45; 65 12 30 45; 66 30 30 45; 67 0 30 60;
68 12 30 60; 69 30 30 60; 70 0 30 75; 71 12 30 75; 72 30 30 75; 73 0 40 0;
74 12 40 0; 75 30 40 0; 76 0 40 15; 77 12 40 15; 78 30 40 15; 79 0 40 30;
80 12 40 30; 81 30 40 30; 82 0 40 45; 83 12 40 45; 84 30 40 45; 85 0 40 60;
86 12 40 60; 87 30 40 60; 88 0 40 75; 89 12 40 75; 90 30 40 75; 91 0 50 0;
92 12 50 0; 93 30 50 0; 94 0 50 15; 95 12 50 15; 96 30 50 15; 97 0 50 30;
98 12 50 30; 99 30 50 30; 100 0 50 45; 101 12 50 45; 102 30 50 45; 103 0 50 60;
104 12 50 60; 105 30 50 60; 106 0 50 75; 107 12 50 75; 108 30 50 75;
109 0 2.5 0; 110 12 2.5 0; 111 30 2.5 0; 112 0 2.5 15; 113 12 2.5 15;
114 30 2.5 15; 115 0 2.5 30; 116 12 2.5 30; 117 30 2.5 30; 118 0 2.5 45;
119 12 2.5 45; 120 30 2.5 45; 121 0 2.5 60; 122 12 2.5 60; 123 30 2.5 60;
124 0 2.5 75; 125 12 2.5 75; 126 30 2.5 75; 127 0 12.5 0; 128 12 12.5 0;
129 30 12.5 0; 130 0 12.5 15; 131 12 12.5 15; 132 30 12.5 15; 133 0 12.5 30;
134 12 12.5 30; 135 30 12.5 30; 136 0 12.5 45; 137 12 12.5 45; 138 30 12.5 45;
139 0 12.5 60; 140 12 12.5 60; 141 30 12.5 60; 142 0 12.5 75; 143 12 12.5 75;
144 30 12.5 75; 145 0 22.5 0; 146 12 22.5 0; 147 30 22.5 0; 148 0 22.5 15;
149 12 22.5 15; 150 30 22.5 15; 151 0 22.5 30; 152 12 22.5 30; 153 30 22.5 30;
154 0 22.5 45; 155 12 22.5 45; 156 30 22.5 45; 157 0 22.5 60; 158 12 22.5 60;
159 30 22.5 60; 160 0 22.5 75; 161 12 22.5 75; 162 30 22.5 75; 163 0 32.5 0;
164 12 32.5 0; 165 30 32.5 0; 166 0 32.5 15; 167 12 32.5 15; 168 30 32.5 15;
169 0 32.5 30; 170 12 32.5 30; 171 30 32.5 30; 172 0 32.5 45; 173 12 32.5 45;
174 30 32.5 45; 175 0 32.5 60; 176 12 32.5 60; 177 30 32.5 60; 178 0 32.5 75;
179 12 32.5 75; 180 30 32.5 75; 181 0 42.5 0; 182 12 42.5 0; 183 30 42.5 0;
184 0 42.5 15; 185 12 42.5 15; 186 30 42.5 15; 187 0 42.5 30; 188 12 42.5 30;
189 30 42.5 30; 190 0 42.5 45; 191 12 42.5 45; 192 30 42.5 45; 193 0 42.5 60;
194 12 42.5 60; 195 30 42.5 60; 196 0 42.5 75; 197 12 42.5 75; 198 30 42.5 75;
MEMBER INCIDENCES
1 1 109; 2 2 3; 3 4 110; 4 5 111; 5 6 3; 7 2 8; 8 3 9; 11 6 12; 12 7 112;
13 8 9; 14 10 113; 15 11 114; 16 12 9; 18 8 14; 19 9 15; 22 12 18; 23 13 115;
24 14 15; 25 16 116; 26 17 117; 27 18 15; 29 14 20; 30 15 21; 33 18 24;
34 19 118; 35 20 21; 36 22 119; 37 23 120; 38 24 21; 40 20 26; 41 21 27;
44 24 30; 45 25 121; 46 26 27; 47 28 122; 48 29 123; 49 30 27; 51 26 32;
52 27 33; 55 30 36; 56 31 124; 57 32 33; 58 34 125; 59 35 126; 60 36 33;
61 2 127; 62 37 38; 63 3 128; 64 6 129; 65 39 38; 66 37 40; 67 38 41; 68 39 42;
69 8 130; 70 40 41; 71 9 131; 72 12 132; 73 42 41; 74 40 43; 75 41 44;
76 42 45; 77 14 133; 78 43 44; 79 15 134; 80 18 135; 81 45 44; 82 43 46;
83 44 47; 84 45 48; 85 20 136; 86 46 47; 87 21 137; 88 24 138; 89 48 47;
90 46 49; 91 47 50; 92 48 51; 93 26 139; 94 49 50; 95 27 140; 96 30 141;
97 51 50; 98 49 52; 99 50 53; 100 51 54; 101 32 142; 102 52 53; 103 33 143;
104 36 144; 105 54 53; 106 37 145; 107 55 56; 108 38 146; 109 39 147;
110 57 56; 111 55 58; 112 56 59; 113 57 60; 114 40 148; 115 58 59; 116 41 149;
117 42 150; 118 60 59; 119 58 61; 120 59 62; 121 60 63; 122 43 151; 123 61 62;
124 44 152; 125 45 153; 126 63 62; 127 61 64; 128 62 65; 129 63 66; 130 46 154;
131 64 65; 132 47 155; 133 48 156; 134 66 65; 135 64 67; 136 65 68; 137 66 69;
138 49 157; 139 67 68; 140 50 158; 141 51 159; 142 69 68; 143 67 70; 144 68 71;
145 69 72; 146 52 160; 147 70 71; 148 53 161; 149 54 162; 150 72 71;
151 55 163; 152 73 74; 153 56 164; 154 57 165; 155 75 74; 156 73 76; 157 74 77;
158 75 78; 159 58 166; 160 76 77; 161 59 167; 162 60 168; 163 78 77; 164 76 79;
165 77 80; 166 78 81; 167 61 169; 168 79 80; 169 62 170; 170 63 171; 171 81 80;
172 79 82; 173 80 83; 174 81 84; 175 64 172; 176 82 83; 177 65 173; 178 66 174;
179 84 83; 180 82 85; 181 83 86; 182 84 87; 183 67 175; 184 85 86; 185 68 176;
186 69 177; 187 87 86; 188 85 88; 189 86 89; 190 87 90; 191 70 178; 192 88 89;
193 71 179; 194 72 180; 195 90 89; 196 73 181; 197 91 92; 198 74 182;
199 75 183; 200 93 92; 201 91 94; 202 92 95; 203 93 96; 204 76 184; 205 94 95;
206 77 185; 207 78 186; 208 96 95; 209 94 97; 210 95 98; 211 96 99; 212 79 187;
213 97 98; 214 80 188; 215 81 189; 216 99 98; 217 97 100; 218 98 101;
219 99 102; 220 82 190; 221 100 101; 222 83 191; 223 84 192; 224 102 101;
225 100 103; 226 101 104; 227 102 105; 228 85 193; 229 103 104; 230 86 194;
231 87 195; 232 105 104; 233 103 106; 234 104 107; 235 105 108; 236 88 196;
237 106 107; 238 89 197; 239 90 198; 240 108 107; 241 31 33; 242 32 53;
243 52 71; 244 70 89; 245 88 107; 246 11 18; 247 12 45; 248 42 63; 249 60 81;
250 78 99; 251 17 12; 252 18 42; 253 45 60; 254 63 78; 255 81 96; 256 34 32;
257 33 52; 258 53 70; 259 71 88; 260 89 106; 261 109 2; 262 110 3; 263 111 6;
264 112 8; 265 113 9; 266 114 12; 267 115 14; 268 116 15; 269 117 18;
270 118 20; 271 119 21; 272 120 24; 273 121 26; 274 122 27; 275 123 30;
276 124 32; 277 125 33; 278 126 36; 279 127 37; 280 128 38; 281 129 39;
282 130 40; 283 131 41; 284 132 42; 285 133 43; 286 134 44; 287 135 45;
288 136 46; 289 137 47; 290 138 48; 291 139 49; 292 140 50; 293 141 51;
294 142 52; 295 143 53; 296 144 54; 297 145 55; 298 146 56; 299 147 57;
300 148 58; 301 149 59; 302 150 60; 303 151 61; 304 152 62; 305 153 63;
306 154 64; 307 155 65; 308 156 66; 309 157 67; 310 158 68; 311 159 69;
312 160 70; 313 161 71; 314 162 72; 315 163 73; 316 164 74; 317 165 75;
318 166 76; 319 167 77; 320 168 78; 321 169 79; 322 170 80; 323 171 81;
324 172 82; 325 173 83; 326 174 84; 327 175 85; 328 176 86; 329 177 87;
330 178 88; 331 179 89; 332 180 90; 333 181 91; 334 182 92; 335 183 93;
336 184 94; 337 185 95; 338 186 96; 339 187 97; 340 188 98; 341 189 99;
342 190 100; 343 191 101; 344 192 102; 345 193 103; 346 194 104; 347 195 105;
348 196 106; 349 197 107; 350 198 108;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 4.176e+006
POISSON 0.3
DENSITY 0.489024
ALPHA 6.5e-006
DAMP 0.03
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 3 4 12 14 15 23 25 26 34 36 37 45 47 48 56 58 59 61 63 64 69 71 72 77 79 -
80 85 87 88 93 95 96 101 103 104 106 108 109 114 116 117 122 124 125 130 -
132 133 138 140 141 146 148 149 151 153 154 159 161 162 167 169 170 175 177 -
178 183 185 186 191 193 194 196 198 199 204 206 207 212 214 215 220 222 223 -
228 230 231 236 238 239 261 TO 350 TABLE ST W21X101
2 5 7 8 11 13 16 18 19 22 24 27 29 30 33 35 38 40 41 44 46 49 51 52 55 57 -
60 62 65 TO 68 70 73 TO 76 78 81 TO 84 86 89 TO 92 94 97 TO 100 102 105 107 -
110 TO 113 115 118 TO 121 123 126 TO 129 131 134 TO 137 139 142 TO 145 147 -
150 152 155 TO 158 160 163 TO 166 168 171 TO 174 176 179 TO 182 184 -
187 TO 190 192 195 197 200 TO 203 205 208 TO 211 213 216 TO 219 221 -
224 TO 227 229 232 TO 235 237 240 TABLE ST W21X44
246 TO 255 TABLE LD L30308 SP 0.1
241 TO 245 256 TO 260 TABLE ST HSST9X3X0.25
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 4 5 7 10 11 13 16 17 19 22 23 25 28 29 31 34 35 PINNED
MEMBER RELEASE
7 8 11 TO 16 18 19 22 TO 27 29 30 33 TO 38 40 41 44 TO 49 51 52 55 TO 60 66 -
67 TO 105 111 TO 150 156 TO 195 201 TO 240 START MPX 0.99 MPY 0.99 MPZ 0.99
7 8 11 13 16 18 19 22 24 27 29 30 33 35 38 40 41 44 46 49 51 52 55 57 60 66 -
67 TO 68 70 73 TO 76 78 81 TO 84 86 89 TO 92 94 97 TO 100 102 105 111 TO 113 -
115 118 TO 121 123 126 TO 129 131 134 TO 137 139 142 TO 145 147 150 -
156 TO 158 160 163 TO 166 168 171 TO 174 176 179 TO 182 184 187 TO 190 192 -
195 201 TO 203 205 208 TO 211 213 216 TO 219 221 224 TO 227 229 232 TO 235 -
237 240 264 TO 278 282 TO 296 300 TO 314 318 TO 332 336 TO 349 -
350 END MPX 0.99 MPY 0.99 MPZ 0.99
MEMBER TRUSS
241 TO 260
DEFINE WIND LOAD
TYPE 1
<! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
ASCE-7-2002:PARAMS 85.000 MPH 0 1 1 0 0.000 FT 0.000 FT 0.000 FT 1 -
1 40.000 FT 30.000 FT 25.000 FT 2.000 0.010 0 -
0 0 0 0 0.761 1.000 1.000 0.850 0 -
0 0 0 0.644 0.800 0.550
!> END GENERATED DATA BLOCK
INT 0.0112289 0.0112289 0.011392 0.0115424 0.0116822 0.011813 0.0119361 -
0.0120525 0.0121631 0.0122684 0.0123691 0.0124656 0.0125582 0.0126475 -
0.0127335 HEIG 0 15 16.9231 18.8461 20.7692 22.6923 24.6154 26.5385 -
28.4615 30.3846 32.3077 34.2308 36.1538 38.0769 40
LOAD 1 LOADTYPE Dead TITLE DEAD LOAD
SELFWEIGHT Y -1
LOAD 2 LOADTYPE Live TITLE LIVE LOAD
FLOOR LOAD
YRANGE 0 60 FLOAD -0.1 GY
LOAD 3 LOADTYPE Wind TITLE WIND LOAD
WIND LOAD X 1 TYPE 1
LOAD COMB 4 GENERATED AISC GENERAL 1
1 1.0
LOAD COMB 5 GENERATED AISC GENERAL 2
1 1.0 2 1.0
LOAD COMB 6 GENERATED AISC GENERAL 3
1 1.0 2 0.75
LOAD COMB 7 GENERATED AISC GENERAL 4
1 1.0 3 1.0
LOAD COMB 8 GENERATED AISC GENERAL 5
1 1.0 2 0.75 3 0.75
LOAD COMB 9 GENERATED AISC GENERAL 6
1 0.6 3 1.0
LOAD COMB 10 GENERATED AISC GENERAL 7
1 0.6
PERFORM ANALYSIS PRINT ALL
*PARAMETER 1
*CODE AISC
*CHECK CODE ALL
PARAMETER 1
CODE AISC
FYLD 5184 MEMB 1 TO 5 7 8 11 TO 16 18 19 22 TO 27 29 30 33 TO 38 40 41 44 -
45 TO 49 51 52 55 TO 240 261 TO 350
CHECK CODE MEMB 1 TO 5 7 8 11 TO 16 18 19 22 TO 27 29 30 33 TO 38 40 41 44 -
45 TO 49 51 52 55 TO 240 261 TO 350
FINISH

AUTOMATIC SPRING SUPPORT GENERATION FOR FOOTINGS AND SLAB ON GRADE

rozarker — Fri, 29 May 2009 05:19:00 GMT

INTRODUCTION:

STAAD.Pro V8i has a facility for automatic generation of spring supports to model footings and MAT foundations.

STAAD.Pro foundation support generator

STAAD.Pro has a foundation support generator with the following three options:

1. Footing

2. Elastic MAT

3. Plate MAT

In this blog, only the Footing and Plate MAT options will be discussed.

Option 1: Footing

Suppose a 10' tall (12" x 12") square column placed on a (8' x 8') square footing is to be modeled in the STAAD.Pro environment. The footing is resting on soil with sub-grade modulus of 144 kip/ft³. The engineer would like to model the soil as spring supports.

Figure 1: Physical and analytical models of a simple column on a footing.

This model can be easily created using the STAAD.Pro V8i interface. To assign the supports:

1. Click on the General -> Supports control tab on the left.

2. Click on the Create button on the right. The Create Support dialog box shown in Figure 2 will appear.

3. Select the foundation tab in the Create Support dialog box.

Figure 2: Create support dialog box.

Note that in this dialog box there are three options for generating the foundation support. In this case, the Footing option will be selected.

4. Populate the dialog box as shown in Figure 3.

Figure 3: Foundation Support Generator - Footing Option.

This footing has to be assigned to the stick model.

Calculations:

Area of the footing (A) = 10' x 10' = 100 sq.ft

Sub-grade Modulus (E) = 144 kip/ft3

Spring Constant (K) = (A) X (E) = 100 sq.ft X 144 kip/ft3 = 14,400 kip/ft

For a column reaction load of P=10 kips,

Support displacement (d) = P/K = 10 kips/14,400kip/ft X 12 in/ft = 0.008 in.

Figure 4 shows the displacement of node 3 in the STAAD.Pro model. Please note that the displacement is same as what we have calculated above.

Figure 4: Displacement at node 3.

The STAAD.Pro model is attached in Appendix A of this document.

Option 2: Plate MAT

Suppose a (80' x 80') square MAT foundation is to be modeled in the STAAD.Pro environment. The MAT foundation is resting on soil with a sub-grade modulus of 144 kip/ft³. The engineer would like to model the soil as spring supports.

(Physical Model)

(Analytical Model)

Figure 5: Physical and analytical model of a simple MAT foundation.

This model can be easily created using the STAAD.Pro V8i interface. To assign the supports:

1. Click on the General -> Supports control tab on the left.

2. Click on the Create button on the right. The Create Support dialog box shown in Figure 6 will appear.

3. Select the foundation tab in the Create Support dialog box.

4. Populate the dialog box as shown in Figure 6.

Figure 6: Foundation Support Generator - Plate MAT Option.

This support has to be assigned to the all the plates that represent the MAT foundation.

Figure 7: Foundation Support Generator - Plate MAT Option.

Figure 7 shows the influence area for node 342 which is connected to four plates (4'x 4') square plates (shown with green outlines).

Calculations:

Influence Area for node 342 (A) = 4' x 4' = 16 sq.ft

Sub-grade Modulus (E) = 144 kip/ft3

Spring Constant for node 342 (K) = (A) X (E) =16 sq.ft X 144 kip/ft3 = 2304 kip/ft

For uniform distributed MAT load of Q=0.2 kip/ft²,

Total force on Influence Area = Q X A = 0.2 kip/ft² X 16 sq.ft = 0.32 kips

Approximate Support displacement (d) = P/K = 0.32 kips/2304kip/ft X 12 in/ft = 0.017 in.

Figure 8: Displacement at node 342.

Figure 8 shows the displacement of node 342 in the STAAD.Pro model. Please note that the displacement is same as what we have calculated above.

Figure 9 shows the influence area of node 342 in the STAAD.Pro output file. Please note that the influence area of 16 sq.ft is same as what we have calculated above.

Figure 9: Influence Area of node 342.

The STAAD.Pro model is attached in Appendix B of this document.

Appendix A

STAAD PLANE

START JOB INFORMATION

ENGINEER DATE 19-Mar-09

END JOB INFORMATION

INPUT WIDTH 79

UNIT FEET KIP

JOINT COORDINATES

1 0 0 0; 2 0 10 0; 3 10 0 0; 4 10 10 0;

MEMBER INCIDENCES

1 1 2; 2 2 4; 3 3 4;

DEFINE MATERIAL START

ISOTROPIC CONCRETE

E 453600

POISSON 0.17

DENSITY 0.14999

ALPHA 5.5e-006

DAMP 0.05

END DEFINE MATERIAL

MEMBER PROPERTY AMERICAN

1 TO 3 PRIS YD 1 ZD 1

CONSTANTS

MATERIAL CONCRETE ALL

SUPPORTS

1 3 ELASTIC FOOTING 10 10 DIRECT Y SUBGRADE 144

LOAD 1 LOADTYPE None TITLE LOAD CASE 1

JOINT LOAD

2 4 FY -10

PERFORM ANALYSIS PRINT ALL

FINISH

Appendix B

STAAD SPACE

START JOB INFORMATION

ENGINEER DATE 19-Mar-09

END JOB INFORMATION

INPUT WIDTH 79

UNIT FEET KIP

JOINT COORDINATES

1 0 0 0; 2 80 0 0; 3 80 0 80; 4 0 0 80; 5 4 0 0; 6 4 0 4; 7 0 0 4;

8 8 0 0; 9 8 0 4; 10 12 0 0; 11 12 0 4; 12 16 0 0; 13 16 0 4; 14 20 0 0;

15 20 0 4; 16 24 0 0; 17 24 0 4; 18 28 0 0; 19 28 0 4; 20 32 0 0;

21 32 0 4; 22 36 0 0; 23 36 0 4; 24 40 0 0; 25 40 0 4; 26 44 0 0;

27 44 0 4; 28 48 0 0; 29 48 0 4; 30 52 0 0; 31 52 0 4; 32 56 0 0;

33 56 0 4; 34 60 0 0; 35 60 0 4; 36 64 0 0; 37 64 0 4; 38 68 0 0;

39 68 0 4; 40 72 0 0; 41 72 0 4; 42 76 0 0; 43 76 0 4; 44 80 0 4;

45 4 0 8; 46 0 0 8; 47 8 0 8; 48 12 0 8; 49 16 0 8; 50 20 0 8;

51 24 0 8; 52 28 0 8; 53 32 0 8; 54 36 0 8; 55 40 0 8; 56 44 0 8;

57 48 0 8; 58 52 0 8; 59 56 0 8; 60 60 0 8; 61 64 0 8; 62 68 0 8;

63 72 0 8; 64 76 0 8; 65 80 0 8; 66 4 0 12; 67 0 0 12; 68 8 0 12;

69 12 0 12; 70 16 0 12; 71 20 0 12; 72 24 0 12; 73 28 0 12; 74 32 0 12;

75 36 0 12; 76 40 0 12; 77 44 0 12; 78 48 0 12; 79 52 0 12; 80 56 0 12;

81 60 0 12; 82 64 0 12; 83 68 0 12; 84 72 0 12; 85 76 0 12; 86 80 0 12;

87 4 0 16; 88 0 0 16; 89 8 0 16; 90 12 0 16; 91 16 0 16; 92 20 0 16;

93 24 0 16; 94 28 0 16; 95 32 0 16; 96 36 0 16; 97 40 0 16; 98 44 0 16;

99 48 0 16; 100 52 0 16; 101 56 0 16; 102 60 0 16; 103 64 0 16;

104 68 0 16; 105 72 0 16; 106 76 0 16; 107 80 0 16; 108 4 0 20;

109 0 0 20; 110 8 0 20; 111 12 0 20; 112 16 0 20; 113 20 0 20;

114 24 0 20; 115 28 0 20; 116 32 0 20; 117 36 0 20; 118 40 0 20;

119 44 0 20; 120 48 0 20; 121 52 0 20; 122 56 0 20; 123 60 0 20;

124 64 0 20; 125 68 0 20; 126 72 0 20; 127 76 0 20; 128 80 0 20;

129 4 0 24; 130 0 0 24; 131 8 0 24; 132 12 0 24; 133 16 0 24;

134 20 0 24; 135 24 0 24; 136 28 0 24; 137 32 0 24; 138 36 0 24;

139 40 0 24; 140 44 0 24; 141 48 0 24; 142 52 0 24; 143 56 0 24;

144 60 0 24; 145 64 0 24; 146 68 0 24; 147 72 0 24; 148 76 0 24;

149 80 0 24; 150 4 0 28; 151 0 0 28; 152 8 0 28; 153 12 0 28;

154 16 0 28; 155 20 0 28; 156 24 0 28; 157 28 0 28; 158 32 0 28;

159 36 0 28; 160 40 0 28; 161 44 0 28; 162 48 0 28; 163 52 0 28;

164 56 0 28; 165 60 0 28; 166 64 0 28; 167 68 0 28; 168 72 0 28;

169 76 0 28; 170 80 0 28; 171 4 0 32; 172 0 0 32; 173 8 0 32;

174 12 0 32; 175 16 0 32; 176 20 0 32; 177 24 0 32; 178 28 0 32;

179 32 0 32; 180 36 0 32; 181 40 0 32; 182 44 0 32; 183 48 0 32;

184 52 0 32; 185 56 0 32; 186 60 0 32; 187 64 0 32; 188 68 0 32;

189 72 0 32; 190 76 0 32; 191 80 0 32; 192 4 0 36; 193 0 0 36;

194 8 0 36; 195 12 0 36; 196 16 0 36; 197 20 0 36; 198 24 0 36;

199 28 0 36; 200 32 0 36; 201 36 0 36; 202 40 0 36; 203 44 0 36;

204 48 0 36; 205 52 0 36; 206 56 0 36; 207 60 0 36; 208 64 0 36;

209 68 0 36; 210 72 0 36; 211 76 0 36; 212 80 0 36; 213 4 0 40;

214 0 0 40; 215 8 0 40; 216 12 0 40; 217 16 0 40; 218 20 0 40;

219 24 0 40; 220 28 0 40; 221 32 0 40; 222 36 0 40; 223 40 0 40;

224 44 0 40; 225 48 0 40; 226 52 0 40; 227 56 0 40; 228 60 0 40;

229 64 0 40; 230 68 0 40; 231 72 0 40; 232 76 0 40; 233 80 0 40;

234 4 0 44; 235 0 0 44; 236 8 0 44; 237 12 0 44; 238 16 0 44;

239 20 0 44; 240 24 0 44; 241 28 0 44; 242 32 0 44; 243 36 0 44;

244 40 0 44; 245 44 0 44; 246 48 0 44; 247 52 0 44; 248 56 0 44;

249 60 0 44; 250 64 0 44; 251 68 0 44; 252 72 0 44; 253 76 0 44;

254 80 0 44; 255 4 0 48; 256 0 0 48; 257 8 0 48; 258 12 0 48;

259 16 0 48; 260 20 0 48; 261 24 0 48; 262 28 0 48; 263 32 0 48;

264 36 0 48; 265 40 0 48; 266 44 0 48; 267 48 0 48; 268 52 0 48;

269 56 0 48; 270 60 0 48; 271 64 0 48; 272 68 0 48; 273 72 0 48;

274 76 0 48; 275 80 0 48; 276 4 0 52; 277 0 0 52; 278 8 0 52;

279 12 0 52; 280 16 0 52; 281 20 0 52; 282 24 0 52; 283 28 0 52;

284 32 0 52; 285 36 0 52; 286 40 0 52; 287 44 0 52; 288 48 0 52;

289 52 0 52; 290 56 0 52; 291 60 0 52; 292 64 0 52; 293 68 0 52;

294 72 0 52; 295 76 0 52; 296 80 0 52; 297 4 0 56; 298 0 0 56;

299 8 0 56; 300 12 0 56; 301 16 0 56; 302 20 0 56; 303 24 0 56;

304 28 0 56; 305 32 0 56; 306 36 0 56; 307 40 0 56; 308 44 0 56;

309 48 0 56; 310 52 0 56; 311 56 0 56; 312 60 0 56; 313 64 0 56;

314 68 0 56; 315 72 0 56; 316 76 0 56; 317 80 0 56; 318 4 0 60;

319 0 0 60; 320 8 0 60; 321 12 0 60; 322 16 0 60; 323 20 0 60;

324 24 0 60; 325 28 0 60; 326 32 0 60; 327 36 0 60; 328 40 0 60;

329 44 0 60; 330 48 0 60; 331 52 0 60; 332 56 0 60; 333 60 0 60;

334 64 0 60; 335 68 0 60; 336 72 0 60; 337 76 0 60; 338 80 0 60;

339 4 0 64; 340 0 0 64; 341 8 0 64; 342 12 0 64; 343 16 0 64;

344 20 0 64; 345 24 0 64; 346 28 0 64; 347 32 0 64; 348 36 0 64;

349 40 0 64; 350 44 0 64; 351 48 0 64; 352 52 0 64; 353 56 0 64;

354 60 0 64; 355 64 0 64; 356 68 0 64; 357 72 0 64; 358 76 0 64;

359 80 0 64; 360 4 0 68; 361 0 0 68; 362 8 0 68; 363 12 0 68;

364 16 0 68; 365 20 0 68; 366 24 0 68; 367 28 0 68; 368 32 0 68;

369 36 0 68; 370 40 0 68; 371 44 0 68; 372 48 0 68; 373 52 0 68;

374 56 0 68; 375 60 0 68; 376 64 0 68; 377 68 0 68; 378 72 0 68;

379 76 0 68; 380 80 0 68; 381 4 0 72; 382 0 0 72; 383 8 0 72;

384 12 0 72; 385 16 0 72; 386 20 0 72; 387 24 0 72; 388 28 0 72;

389 32 0 72; 390 36 0 72; 391 40 0 72; 392 44 0 72; 393 48 0 72;

394 52 0 72; 395 56 0 72; 396 60 0 72; 397 64 0 72; 398 68 0 72;

399 72 0 72; 400 76 0 72; 401 80 0 72; 402 4 0 76; 403 0 0 76;

404 8 0 76; 405 12 0 76; 406 16 0 76; 407 20 0 76; 408 24 0 76;

409 28 0 76; 410 32 0 76; 411 36 0 76; 412 40 0 76; 413 44 0 76;

414 48 0 76; 415 52 0 76; 416 56 0 76; 417 60 0 76; 418 64 0 76;

419 68 0 76; 420 72 0 76; 421 76 0 76; 422 80 0 76; 423 4 0 80;

424 8 0 80; 425 12 0 80; 426 16 0 80; 427 20 0 80; 428 24 0 80;

429 28 0 80; 430 32 0 80; 431 36 0 80; 432 40 0 80; 433 44 0 80;

434 48 0 80; 435 52 0 80; 436 56 0 80; 437 60 0 80; 438 64 0 80;

439 68 0 80; 440 72 0 80; 441 76 0 80;

ELEMENT INCIDENCES SHELL

7 1 5 6 7; 9 5 8 9 6; 11 8 10 11 9; 13 10 12 13 11; 15 12 14 15 13;

17 14 16 17 15; 19 16 18 19 17; 21 18 20 21 19; 23 20 22 23 21;

25 22 24 25 23; 27 24 26 27 25; 29 26 28 29 27; 31 28 30 31 29;

33 30 32 33 31; 35 32 34 35 33; 37 34 36 37 35; 39 36 38 39 37;

41 38 40 41 39; 43 40 42 43 41; 45 42 2 44 43; 47 7 6 45 46;

48 6 9 47 45; 49 9 11 48 47; 50 11 13 49 48; 51 13 15 50 49;

52 15 17 51 50; 53 17 19 52 51; 54 19 21 53 52; 55 21 23 54 53;

56 23 25 55 54; 57 25 27 56 55; 58 27 29 57 56; 59 29 31 58 57;

60 31 33 59 58; 61 33 35 60 59; 62 35 37 61 60; 63 37 39 62 61;

64 39 41 63 62; 65 41 43 64 63; 67 43 44 65 64; 69 46 45 66 67;

70 45 47 68 66; 71 47 48 69 68; 72 48 49 70 69; 73 49 50 71 70;

74 50 51 72 71; 75 51 52 73 72; 76 52 53 74 73; 77 53 54 75 74;

78 54 55 76 75; 79 55 56 77 76; 80 56 57 78 77; 81 57 58 79 78;

82 58 59 80 79; 83 59 60 81 80; 84 60 61 82 81; 85 61 62 83 82;

86 62 63 84 83; 87 63 64 85 84; 89 64 65 86 85; 91 67 66 87 88;

92 66 68 89 87; 93 68 69 90 89; 94 69 70 91 90; 95 70 71 92 91;

96 71 72 93 92; 97 72 73 94 93; 98 73 74 95 94; 99 74 75 96 95;

100 75 76 97 96; 101 76 77 98 97; 102 77 78 99 98; 103 78 79 100 99;

104 79 80 101 100; 105 80 81 102 101; 106 81 82 103 102;

107 82 83 104 103; 108 83 84 105 104; 109 84 85 106 105;

111 85 86 107 106; 113 88 87 108 109; 114 87 89 110 108;

115 89 90 111 110; 116 90 91 112 111; 117 91 92 113 112;

118 92 93 114 113; 119 93 94 115 114; 120 94 95 116 115;

121 95 96 117 116; 122 96 97 118 117; 123 97 98 119 118;

124 98 99 120 119; 125 99 100 121 120; 126 100 101 122 121;

127 101 102 123 122; 128 102 103 124 123; 129 103 104 125 124;

130 104 105 126 125; 131 105 106 127 126; 133 106 107 128 127;

135 109 108 129 130; 136 108 110 131 129; 137 110 111 132 131;

138 111 112 133 132; 139 112 113 134 133; 140 113 114 135 134;

141 114 115 136 135; 142 115 116 137 136; 143 116 117 138 137;

144 117 118 139 138; 145 118 119 140 139; 146 119 120 141 140;

147 120 121 142 141; 148 121 122 143 142; 149 122 123 144 143;

150 123 124 145 144; 151 124 125 146 145; 152 125 126 147 146;

153 126 127 148 147; 155 127 128 149 148; 157 130 129 150 151;

158 129 131 152 150; 159 131 132 153 152; 160 132 133 154 153;

161 133 134 155 154; 162 134 135 156 155; 163 135 136 157 156;

164 136 137 158 157; 165 137 138 159 158; 166 138 139 160 159;

167 139 140 161 160; 168 140 141 162 161; 169 141 142 163 162;

170 142 143 164 163; 171 143 144 165 164; 172 144 145 166 165;

173 145 146 167 166; 174 146 147 168 167; 175 147 148 169 168;

177 148 149 170 169; 179 151 150 171 172; 180 150 152 173 171;

181 152 153 174 173; 182 153 154 175 174; 183 154 155 176 175;

184 155 156 177 176; 185 156 157 178 177; 186 157 158 179 178;

187 158 159 180 179; 188 159 160 181 180; 189 160 161 182 181;

190 161 162 183 182; 191 162 163 184 183; 192 163 164 185 184;

193 164 165 186 185; 194 165 166 187 186; 195 166 167 188 187;

196 167 168 189 188; 197 168 169 190 189; 199 169 170 191 190;

201 172 171 192 193; 202 171 173 194 192; 203 173 174 195 194;

204 174 175 196 195; 205 175 176 197 196; 206 176 177 198 197;

207 177 178 199 198; 208 178 179 200 199; 209 179 180 201 200;

210 180 181 202 201; 211 181 182 203 202; 212 182 183 204 203;

213 183 184 205 204; 214 184 185 206 205; 215 185 186 207 206;

216 186 187 208 207; 217 187 188 209 208; 218 188 189 210 209;

219 189 190 211 210; 221 190 191 212 211; 223 193 192 213 214;

224 192 194 215 213; 225 194 195 216 215; 226 195 196 217 216;

227 196 197 218 217; 228 197 198 219 218; 229 198 199 220 219;

230 199 200 221 220; 231 200 201 222 221; 232 201 202 223 222;

233 202 203 224 223; 234 203 204 225 224; 235 204 205 226 225;

236 205 206 227 226; 237 206 207 228 227; 238 207 208 229 228;

239 208 209 230 229; 240 209 210 231 230; 241 210 211 232 231;

243 211 212 233 232; 245 214 213 234 235; 246 213 215 236 234;

247 215 216 237 236; 248 216 217 238 237; 249 217 218 239 238;

250 218 219 240 239; 251 219 220 241 240; 252 220 221 242 241;

253 221 222 243 242; 254 222 223 244 243; 255 223 224 245 244;

256 224 225 246 245; 257 225 226 247 246; 258 226 227 248 247;

259 227 228 249 248; 260 228 229 250 249; 261 229 230 251 250;

262 230 231 252 251; 263 231 232 253 252; 265 232 233 254 253;

267 235 234 255 256; 268 234 236 257 255; 269 236 237 258 257;

270 237 238 259 258; 271 238 239 260 259; 272 239 240 261 260;

273 240 241 262 261; 274 241 242 263 262; 275 242 243 264 263;

276 243 244 265 264; 277 244 245 266 265; 278 245 246 267 266;

279 246 247 268 267; 280 247 248 269 268; 281 248 249 270 269;

282 249 250 271 270; 283 250 251 272 271; 284 251 252 273 272;

285 252 253 274 273; 287 253 254 275 274; 289 256 255 276 277;

290 255 257 278 276; 291 257 258 279 278; 292 258 259 280 279;

293 259 260 281 280; 294 260 261 282 281; 295 261 262 283 282;

296 262 263 284 283; 297 263 264 285 284; 298 264 265 286 285;

299 265 266 287 286; 300 266 267 288 287; 301 267 268 289 288;

302 268 269 290 289; 303 269 270 291 290; 304 270 271 292 291;

305 271 272 293 292; 306 272 273 294 293; 307 273 274 295 294;

309 274 275 296 295; 311 277 276 297 298; 312 276 278 299 297;

313 278 279 300 299; 314 279 280 301 300; 315 280 281 302 301;

316 281 282 303 302; 317 282 283 304 303; 318 283 284 305 304;

319 284 285 306 305; 320 285 286 307 306; 321 286 287 308 307;

322 287 288 309 308; 323 288 289 310 309; 324 289 290 311 310;

325 290 291 312 311; 326 291 292 313 312; 327 292 293 314 313;

328 293 294 315 314; 329 294 295 316 315; 331 295 296 317 316;

333 298 297 318 319; 334 297 299 320 318; 335 299 300 321 320;

336 300 301 322 321; 337 301 302 323 322; 338 302 303 324 323;

339 303 304 325 324; 340 304 305 326 325; 341 305 306 327 326;

342 306 307 328 327; 343 307 308 329 328; 344 308 309 330 329;

345 309 310 331 330; 346 310 311 332 331; 347 311 312 333 332;

348 312 313 334 333; 349 313 314 335 334; 350 314 315 336 335;

351 315 316 337 336; 353 316 317 338 337; 355 319 318 339 340;

356 318 320 341 339; 357 320 321 342 341; 358 321 322 343 342;

359 322 323 344 343; 360 323 324 345 344; 361 324 325 346 345;

362 325 326 347 346; 363 326 327 348 347; 364 327 328 349 348;

365 328 329 350 349; 366 329 330 351 350; 367 330 331 352 351;

368 331 332 353 352; 369 332 333 354 353; 370 333 334 355 354;

371 334 335 356 355; 372 335 336 357 356; 373 336 337 358 357;

375 337 338 359 358; 377 340 339 360 361; 378 339 341 362 360;

379 341 342 363 362; 380 342 343 364 363; 381 343 344 365 364;

382 344 345 366 365; 383 345 346 367 366; 384 346 347 368 367;

385 347 348 369 368; 386 348 349 370 369; 387 349 350 371 370;

388 350 351 372 371; 389 351 352 373 372; 390 352 353 374 373;

391 353 354 375 374; 392 354 355 376 375; 393 355 356 377 376;

394 356 357 378 377; 395 357 358 379 378; 397 358 359 380 379;

399 361 360 381 382; 400 360 362 383 381; 401 362 363 384 383;

402 363 364 385 384; 403 364 365 386 385; 404 365 366 387 386;

405 366 367 388 387; 406 367 368 389 388; 407 368 369 390 389;

408 369 370 391 390; 409 370 371 392 391; 410 371 372 393 392;

411 372 373 394 393; 412 373 374 395 394; 413 374 375 396 395;

414 375 376 397 396; 415 376 377 398 397; 416 377 378 399 398;

417 378 379 400 399; 419 379 380 401 400; 421 382 381 402 403;

422 381 383 404 402; 423 383 384 405 404; 424 384 385 406 405;

425 385 386 407 406; 426 386 387 408 407; 427 387 388 409 408;

428 388 389 410 409; 429 389 390 411 410; 430 390 391 412 411;

431 391 392 413 412; 432 392 393 414 413; 433 393 394 415 414;

434 394 395 416 415; 435 395 396 417 416; 436 396 397 418 417;

437 397 398 419 418; 438 398 399 420 419; 439 399 400 421 420;

441 400 401 422 421; 443 403 402 423 4; 445 402 404 424 423;

447 404 405 425 424; 449 405 406 426 425; 451 406 407 427 426;

453 407 408 428 427; 455 408 409 429 428; 457 409 410 430 429;

459 410 411 431 430; 461 411 412 432 431; 463 412 413 433 432;

465 413 414 434 433; 467 414 415 435 434; 469 415 416 436 435;

471 416 417 437 436; 473 417 418 438 437; 475 418 419 439 438;

477 419 420 440 439; 479 420 421 441 440; 480 421 422 3 441;

ELEMENT PROPERTY

7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 37 39 41 43 45 47 TO 65 -

67 69 TO 87 89 91 TO 109 111 113 TO 131 133 135 TO 153 155 -

157 TO 175 177 179 TO 197 199 201 TO 219 221 223 TO 241 243 -

245 TO 263 265 267 TO 285 287 289 TO 307 309 311 TO 329 331 -

333 TO 351 353 355 TO 373 375 377 TO 395 397 399 TO 417 419 -

421 TO 439 441 443 445 447 449 451 453 455 457 459 461 463 465 467 -

469 471 473 475 477 479 480 THICKNESS 1

DEFINE MATERIAL START

ISOTROPIC CONCRETE

E 453600

POISSON 0.17

DENSITY 0.14999

ALPHA 5.5e-006

DAMP 0.05

END DEFINE MATERIAL

CONSTANTS

MATERIAL CONCRETE ALL

SUPPORTS

7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 37 39 41 43 45 47 TO 65 -

67 69 TO 87 89 91 TO 109 111 113 TO 131 133 135 TO 153 155 -

157 TO 175 177 179 TO 197 199 201 TO 219 221 223 TO 241 243 -

245 TO 263 265 267 TO 285 287 289 TO 307 309 311 TO 329 331 -

333 TO 351 353 355 TO 373 375 377 TO 395 397 399 TO 417 419 -

421 TO 439 441 443 445 447 449 451 453 455 457 459 461 463 465 467 -

469 471 473 475 477 479 -

480 PLATE MAT DIRECT Y SUBGRADE 144 PRINT COMPRESSION

LOAD 1 LOADTYPE None TITLE LOAD CASE 1

ELEMENT LOAD

7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 37 39 41 43 45 47 TO 65 -

67 69 TO 87 89 91 TO 109 111 113 TO 131 133 135 TO 153 155 -

157 TO 175 177 179 TO 197 199 201 TO 219 221 223 TO 241 243 -

245 TO 263 265 267 TO 285 287 289 TO 307 309 311 TO 329 331 -

333 TO 351 353 355 TO 373 375 377 TO 395 397 399 TO 417 419 -

421 TO 439 441 443 445 447 449 451 453 455 457 459 461 463 465 467 -

469 471 473 475 477 479 480 PR GY -0.2

PERFORM ANALYSIS PRINT ALL

FINISH